HomeMy WebLinkAboutU5839 gen drawing Richland CreekPLANS PREPARED BY:
DO NOT USE FOR CONSTRUCTION
INCOMPLETE PLANS
(TYP.)
90°00'00"
30+50 31+00 31+50 32+00 32+50
2610
2620
2630
2640
PLAN
(NOTE: PILES & COLUMNS NOT SHOWN FOR CLARITY)
SECTION ALONG { -L-
(SECTIONS AT BENTS AND END BENTS ARE AT RIGHT ANGLES)
181'-7" TOTAL LENGTH - FILL FACE TO FILL FACE ALONG { -L-
60'-9•"60'-9•"60'-0"
{ -L- (US 276)
CONTROL LINE
BENT 1
CONTROL LINE
BENT 2
END BENT 1
FILL FACE
STA. 30+54.21 -L-
WORK POINT 1
STA. 30+30.04 -L-
APPROACH SLAB
BEGIN
STA. 30+41.45 -L-
FRONT SLOPE
BEGIN
STA. 32+35.79 -L-
WORK POINT 4
STA. 32+47.79 -L-
FRONT SLOPE
BEGIN
END BENT 2
FILL FACE
STA. 32+59.96 -L-
APPROACH SLAB
END
STA. 31+15.00 -L-
WORK POINT 2
STA. 31+75.00 -L-
WORK POINT 3
STA. 31+45.00 -L-
BRIDGE I.D.RICHLAND CREEKTO CAP (TYP.)
BERM NORMAL
1'-0" MIN. EARTH
TO CAP (TYP.)
BERM NORMAL
1'-7" RIP RAPPED
EXISTING BRIDGE
OVERTOPPING FLOOD ELEVATION -
FREQUENCY OF OVERTOPPING FLOOD -
OVERTOPPING DISCHARGE -
OVERTOPPING FLOOD DATA:
2626.7
8600 CFS
44.7 SQ. MI.
2625.4
50 YEAR
7300 CFS
2626.3
< 100 YEAR
8250 CFS
-VERTICAL CURVE DATA-
-L-(-) 6.0784%
(-) 0.4661%
P.V.I. 30+02.00
ELEV. 2627.41
VC 526'
(N. MAIN ST.)
TO US 23
(DELLWOOD RD.)
TO SR 1247
GENERAL DRAWING
REPLACES BRIDGE NO. 186
SPAN A SPAN B SPAN C
G.P. ELEV. 2629.54
STA. 30+54.21 -L-
FILL FACE - END BENT 1
G.P. ELEV. 2629.89
STA. 30+41.45 -L-
BEGIN FRONT SLOPE
ELEV. 2628.5|ELEV. 2627.4|ELEV. 2622.1|ELEV. 2615.8|ELEV. 2616.8|ELEV. 2616.0|ELEV. 2616.0|ELEV. 2620.8|ELEV. 2625.1|ELEV. 2625.1|G.P. ELEV. 2626.37
STA. 32+35.79 -L-
FILL FACE - END BENT 2
G.P. ELEV. 2626.28
STA. 32+47.79 -L-
BEGIN FRONT SLOPE
ELEV. 2626.7
HIGH WATER
100 YEAR
(8/4/16)
2614.7
N.W.S. ELEV.
FILL
(TYP.)1'-0"TO CAP (TYP.)
BERM NORMAL
1'-0" MIN. EARTH
(TYP.)3'-6"TO CAP (TYP.)
BERM NORMAL
1'-7" RIP RAPPED
INT.
INT.
FIX FIX FIX FIX
BENT 1 BENT 2END BENT 1 END BENT 2
GROUND LINE
APPROX. EXIST.
FILL0.5%
0.5%
ELEV. 2623.95
LOW CHORD
ELEV. 2620.85
LOW CHORD
END BENT CAP (TYP.)
1•:1 SLOPE NORMAL TO
30'-0"30'-0"
W/ GEOTEXTILE (TYP.)
2'-0" CLASS II RIP RAP
(TYP.)
GEOTEXTILE
(2'-0" THICK) W/
CLASS II RIP RAP
BASE HIGH WATER ELEVATION -
BASE DISCHARGE (Q 100) -
DRAINAGE AREA -
DESIGN HIGH WATER ELEVATION -
FREQUENCY OF DESIGN DISCHARGE -
DESIGN DISCHARGE -
HYDRAULIC DATA:
ARE THE AS-BUILT PLANS
I HEREBY CERTIFY THESE PLANS
SHEET 1 OF 4
S2-1
AND SR 1247 (DELLWOOD RD.)
BETWEEN US 23 (N. MAIN ST.)
OVER RICHLAND CREEK
FOR BRIDGE ON -L- (RUSS AVE.)
formerly CALYX Engineers & Consultants
NC License # F-1333
P: 919.851.1912 www.NV5.com
CARY, NC 27518
6750 TRYON ROAD
NV5 ENGINEERS & CONSULTANTS, INC.
(TYP.)
DRILLED PIERS
3'-6" ~
(TYP.)
STEEL PILES
HP 14 X 73
ELEV. 2614.90
DRILLED PIERS
TOP OF
ELEV. 2614.94
DRILLED PIERS
TOP OF
(LEVEL)
= 2618.79
BERM ELEV.
(LEVEL)
= 2615.67
BERM ELEV.
(TYP.)
UNCLASS. STR EXCAV.
1'-6" LIMIT OF
(TYP.)
TEMP. SHORING
EXCAV. ( TYP.)
UNCLASS. STR
(TYP.)
SUBSTRUCTURE
EXISTING
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
44:14:15 PMG:\Project\2015\2015103.01\CLIENT\Structures\Bridge over Richland Creek\U5839_SMU_GD1_430186.dgn9/14/2022STATION:
COUNTY
PROJECT NO.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DATE :
DATE :
DRAWN BY :
CHECKED BY :
DATE :DESIGN ENGINEER OF RECORD:
W. B. ALLEN
Z. H. BROWN
U-5839
HAYWOOD
31+45.00 -L- POT
4/19
4/19
112L. K. AUSTIN 8/20
GENERAL DRAWING
AND SR 1247 (DELLWOOD RD.)
BETWEEN US 23 (N. MAIN ST.)
OVER RICHLAND CREEK
FOR BRIDGE ON -L- (US 276)
SHEET 3 OF 4
S2-3
LOCATION SKETCH
BM #5: CHISELED-X TOP OF CONC. LP BASE; 58.32' LT STA. 29+37.84 -L- ELEV. 2636.78
SPECIAL PROVISIONS.
SEE UTILITY PLANS AND
FOR UTILITY INFORMATION
PAY ITEM) (TYP.)
(ROADWAY DETAIL &
PROPOSED GUARDRAIL
PROPOSED STRUCTURE
STA. 31+45.00 -L-
BRIDGE I.D
RICHLAND CREEK
(TYP.)
90°-00'-00''BRIDGE
EXISTING
-L-
BM#5
TO US 23
TO SR 1247
US 276 (RUSS AVE.)W. MARSHAL ST.-Y17-SUPERSTRUCTURE
TOTAL
REINFORCED
CONCRETE
DECK SLAB
CLASS A
CONCRETE
CU. YDS.SQ. FT.LIN. FT.LIN. FT.
TESTING
CSL
EACHLUMP SUM
STRUCTURE
OF EXISTING
REMOVAL
LUMP SUM
IN SOIL
PIERS
DRILLED
3'-6" ~
IN SOIL
NOT
PIERS
DRILLED
3'-6" ~
END BENT 1
BENT 1
END BENT 2
16027
16027
SQ. FT.
14524
14524
FLOORS
BRIDGE
GROOVING
SUPERSTRUCTURE
TOTAL
TOTAL BILL OF MATERIAL
END BENT 1
BENT 1
END BENT 2
LUMP SUM
LUMP SUM
LUMP SUM
LIN. FT.
BEARINGS
ELASTOMERIC
STEEL PILES
LIN. FT.NO.
STEEL
REINFORCING
COLUMN
SPIRAL
LBS.
RAIL
METAL
BAR
THREE
(2'-0" THICK)
CLASS II
RIP RAP
SQ. YDS.TONS
DRAINAGE
FOR
GEOTEXTILEHP 14 X 73
10
10
20
120
170
135
100
235
344.83
344.83
STEEL PILES
HP 14 X 73
SETUP FOR
EQUPMENT
DRIVING
PILE
10
10
20
EACH
GIRDERS
CONCRETE
PRESTRESSED
45"
LIN. FT.
1790.00
1790.00
TOTAL BILL OF MATERIAL
BENT 2
BENT 2
NOTES
H 076 *** ***
PLANS.
L 076 ASPHALT WEARING SURFACE IS INCLUDED IN ROADWAY QUANTITY ON ROADWAY
H 075 *** ***
ARSENATE PER CUBIC FOOT OF MATERIAL.
L 075 TIMBER PILES SHALL BE TREATED TO RETAIN LBS. OF CHROMATED COPPER
H 074 *** ***
PILES WILL BE GIVEN AFTER THE TEST PILE HAS BEEN DRIVEN.
PILE WILL BE PAID FOR AS "UNLOADED TIMBER TEST PILE". THE ORDER LENGTH FOR
AS DIRECTED BY THE ENGINEER FOR DETERMINING THE LENGTHS OF PILES. THE TEST
L 074 THE CONTRACTOR SHALL DRIVE ONE UNLOADED TIMBER TEST PILE AT BENT NO.
H 073 *** 7.4.5.2 DRILLED SHAFTS ****
JOINT 1 FT. BELOW THE GROUND LINE.
THE ACTUAL GROUND ELEVATION, THE CONTRACTOR SHALL PLACE THE CONSTRUCTION
ON AN APPROXIMATE GROUND LINE ELEVATION. IF THE CONSTRUCTION JOINT IS ABOVE
L 073 THE LOCATION OF THE CONSTRUCTION JOINT IN THE DRILLED PIERS IS BASED
H 072 *** ***
L 072 FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
H 071 *** 7.4.4.1 PILES ***
PRICE FOR GALVANIZED STEEL PILES.
PAYMENT FOR PARTIALLY GALVANIZED PILES WILL BE MADE UNDER THE CONTRACT UNIT
REQUIRED. SEE INTERIOR BENT SHEET(S) FOR REQUIRED GALVANIZED LENGTHS.
L 071 FOR INTERIOR BENT(S) , ONLY PARTIAL GALVANIZING OF THE PILES IS
H 070 *** 12-12 CORROSION PROTECTION ***
PROVISIONS.
METALLIZED AND HAVE A SEAL COST. FOR THERMAL SPRAYED COATINGS, SEE SPECIAL
L 070 STEEL PILES FOR FENDER SYSTEMS SHALL CONTAIN 0.2% COPPER, BE
H 069 *** 12-4 ADHESIVELY ANCHORED ANCHOR BOLTS OR DOWELS ***
ANCHOR BOLTS OR DOWELS, SEE SECTION 420-13 OF THE STANDARD SPECIFICATIONS.
PLACE OF . NO FIELD TESTING IS REQUIRED. FOR ADHESIVELY ANCHORED
L 069 THE CONTRACTOR MAY USE ADHESIVELY ANCHORED (ANCHOR BOLTS/DOWELS) IN
H 068 *** 12-4 ADHESIVELY ANCHORED ANCHOR BOLTS OR DOWELS ***
OR DOWELS, SEE SECTION 420-13 OF THE STANDARD SPECIFICATIONS.
OF THE (ANCHOR BOLT/DOWELS) IS kips. FOR ADHESIVELY ANCHORED ANCHOR BOLTS
PLACE OF . LEVEL FIELD TESTING IS REQUIRED, AND THE YIELD LOAD
L 068 THE CONTRACTOR MAY USE ADHESIVELY ANCHORED (ANCHOR BOLTS/DOWELS) IN
H 067 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 067 OVERTOPPING FLOOD ELEVATION
H 066 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 066 FREQUENCY OF OVERTOPPING FLOOD YRS.
H 065 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 065 OVERTOPPING DISCHARGE CFS.
H 064 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 064 OVERTOPPING FLOOD DATA
H 063 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 063 BASE HIGH WATER ELEVATION
H 062 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 062 BASE DISCHARGE(Q100) CFS.
H 061 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 061 DRAINAGE AREA ACRES OR SQ. MI.
H 060 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 060 DESIGN HIGH WATER ELEVATION
H 059 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 059 FREQUENCY OF DESIGN FLOOD YEARS
H 058 *** 4.1.3.3 STREAM CROSSINGS, HYDRAULIC DATA ***
L 058 DESIGN DISCHARGE CFS.
H 057 *** 5.2.8 STREAM CROSSINGS ***
THE LIFE OF THE STRUCTURE.
SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING
L 057 THE SCOUR CRITICAL ELEVATION FOR BENT(S) NO. IS ELEVATION .
H 056 *** 5.2.8 STREAM CROSSINGS ***
SCOUR PROBLEMS DURING THE LIFE OF THE STRUCTURE.
FOOTING ELEVATION. SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE
L 056 THE SCOUR CRITICAL ELEVATION FOR BENT(S) NO. IS THE BOTTOM OF
H 055 *** 5.2.8 STREAM CROSSINGS ***
EVALUATING SCOUR AT BRIDGES.''
L 055 THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH ``HEC 18-
H 054 *** 5.2.7 REMOVAL OF EXISTING STRUCTURES ***
402-2 OF THE STANDARD SPECIFICATIONS.
DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE WITH ARTICLE
PREVENTS DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL SUBMIT
L 054 REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
H 053 *** 5.2.7 REMOVAL OF EXISTING STRUCTURES ***
ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN
AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST
CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER
THE BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS SHOWN FOR THE
L 053 THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
H 052 *** 5.2.7 REMOVAL OF EXISTING STRUCTURES ***
THE NOTE: FOR , SEE SPECIAL PROVISION.)
(WHEN A SPECIAL CIRCUMSTANCE EXISTS WARRANTING A SPECIAL PROVISION, ADD TO
POSTED AND MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE, A LOAD LIMIT MAY BE
(NOT) POSTED FOR LOAD LIMIT. SHOULD THE STRUCTURAL INTEGRITY OF THE BRIDGE
FROM PROPOSED STRUCTURE) SHALL BE REMOVED. THE EXISTING BRIDGE IS PRESENTLY
OF FLOOR) ON (TYPE OF SUBSTRUCTURE) AND LOCATED (DISTANCE UP OR DOWNSTREAM
CONSISTING OF (NUMBER, LENGTH AND TYPE OF SPANS; CLEAR ROADWAY WIDTH AND TYPE
L 052 (AFTER SERVING AS A TEMPORARY STRUCTURE) THE EXISTING STRUCTURE
H 051 *** 5.2.6 TEMPORARY STRUCTURES ***
MAINTENANCE AND REMOVAL OF TEMPORARY STRUCTURE, SEE SPECIAL PROVISIONS.
AASHTO LRFD TEST LEVEL 3 (TL-3) CRASH TEST CRITERIA. FOR CONSTRUCTION,
L 051 THE BRIDGE RAILS ON THE TEMPORARY STRUCTURE SHALL BE DESIGNED FOR THE
H 050 *** 5.2.6 TEMPORARY STRUCTURES ***
TEMPORARY STRUCTURE, SEE SPECIAL PROVISIONS.
THE PROPOSED STRUCTURE. FOR CONSTRUCTION, MAINTENANCE AND REMOVAL OF
REMOVE A TEMPORARY STRUCTURE AT STATION FOR USE DURING CONSTRUCTION OF
L 050 THE CONTRACTOR WILL BE REQUIRED TO CONSTRUCT, MAINTAIN AND AFTERWARDS
STRUCTURES ***
H 049 *** 5.2.5 EXCAVATION AND SHORING & 12-10 SHORING ADJACENT TO EXISTING
TRAFFIC, SEE ROADWAY PLANS.
TRAFFIC CONTROL PLANS. FOR PAY ITEM FOR TEMPORARY SHORING FOR MAINTENANCE OF
L 049 FOR LIMITS OF TEMPORARY SHORING FOR MAINTENANCE OF TRAFFIC, SEE
H 048 *** 5.2.5 EXCAVATION AND SHORING ***
L 048 FOR TEMPORARY SHORING, SEE SPECIAL PROVISIONS.
H 047 *** 5.2.5 EXCAVATION AND SHORING ***
VIEW.
L 047 TEMPORARY SHORING WILL BE REQUIRED IN THE AREA INDICATED IN THE PLAN
H 046 *** 5.2.5 EXCAVATION AND SHORING ***
L 046 STEEL SHEET PILING REQUIRED FOR SHORING SHALL BE HOT ROLLED.
H 045 *** 5.2.5 EXCAVATION AND SHORING ***
THESE PLANS UNTIL NOTIFIED OF RAILROAD APPROVAL.
PLANS. THE CONTRACTOR SHALL NOT BEGIN EXCAVATION AT THE LOCATIONS SHOWN ON
SUBMISSION OF BIDS, THE CONTRACTOR SHALL SUBMIT BIDS BASED ON THE CONTRACT
NOTIFIED BY ADDENDUM. IN THE EVENT RAILROAD APPROVAL IS NOT GIVEN PRIOR TO
BEEN RECEIVED. WHEN SUCH APPROVAL IS RECEIVED, THE CONTRACTOR WILL BE
TIME OF PLAN PRINTING FOR ADVERTISEMENT FOR BIDS, RAILROAD APPROVAL HAS NOT
EXCAVATION PLANS HAVE BEEN SUBMITTED TO THE RAILROAD BY THE STATE. AS OF THE
L 045 THE CONTRACTOR'S ATTENTION IS CALLED TO THE FACT THAT THE SHORING AND
H 044 *** 5.2.5 EXCAVATION AND SHORING ***
L 044 FOR TEMPORARY RAILROAD SHORING, SEE SPECIAL PROVISIONS.
H 043 *** 5.2.5 EXCAVATION AND SHORING ***
UNTIL ROADWAY SECTION HAS BEEN EXCAVATED.
L 043 WORK SHALL NOT BE STARTED ON THIS BRIDGE (OR SPECIFIC PARTS OF BRIDGE)
H 042 *** 5.2.5 EXCAVATION AND SHORING ***
SPECIFICATIONS.
UNCLASSIFIED STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD
ENGINEER. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR
DISTANCE OF FT EACH SIDE OF CENTERLINE ROADWAY AS DIRECTED BY THE
L 042 THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED FOR A
***
H 041 *** 5.2.3 CORROSION PROTECTION & 12-12 CORROSION PROTECTIVE MEASURES
ITEMS.
FOR THIS SUBSTITUTION AS IT IS CONSIDERED INCIDENTAL TO THE VARIOUS PAY
BE REDUCED TO 1.0 LB OF FLY ASH PER 1.0 LB OF CEMENT. NO PAYMENT WILL BE MADE
FOR PORTLAND CEMENT IS EXERCISED, THEN THE RATE OF FLY ASH SUBSTITUTION SHALL
1024-1 OF THE STANDARD SPECIFICATIONS TO PARTIALLY SUBSTITUTE CLASS F FLY ASH
SUBSTITUTED FOR 5% OF THE PORTLAND CEMENT BY WEIGHT. IF THE OPTION OF ARTICLE
PILES) OF BENT NO. SHALL CONTAIN SILICA FUME. SILICA FUME SHALL BE
L 041 THE CONCRETE IN THE (COLUMNS,BENT CAPS,PILE CAPS,FOOTINGS,AND/OR
***
H 040 *** 5.2.3 CORROSION PROTECTION & 12-12 CORROSION PROTECTION MEASURES
BE EPOXY COATED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS.
CAPS,COLUMNS,PILE CAPS,FOOTINGS) AND ALL INCIDENTAL REINFORCING STEEL SHALL
L 040 ALL BAR SUPPORTS USED IN THE (BARRIER RAIL,PARAPET,SIDEWALK,DECK,BENT
***
H 039 *** 5.2.3 CORROSION PROTECTION & 12-12 CORROSION PROTECTION MEASURES
INHIBITOR.
CAPS, PILE CAPS, AND FOOTINGS, AND SHALL CONTAIN CALCIUM NITRITE CORROSION
L 039 CLASS AA CONCRETE SHALL BE USED IN ALL CAST-IN-PLACE COLUMNS, BENT
***
H 038 *** 5.2.3 CORROSIVE PROTECTION & 12-12 CORROSION PROTECTION MEASURES
FOR THERMAL SPRAYED COATINGS, SEE SPECIAL PROVISIONS.
TABLE 2 OF THE DEPARTMENTS THERMAL SPRAYED COATINGS (METALLIZATION) PROGRAM.
L 038 ALL METALIZED SURFACES SHALL RECEIVE A SEAL COATING AS SPECIFIED IN
***
H 037 *** 5.2.3 CORROSION PROTECTION & 12-12 CORROSION PROTECTION MEASURES
IS CONSIDERED INCIDENTAL TO THE COST OF THE REINFORCED CONCRETE DECK SLAB.
STANDARD SPECIFICATIONS. NO PAYMENT WILL BE MADE FOR THIS SUBSTITUTION AS IT
ARTICLE 1024-1 AND IN ACCORDANCE WITH ARTICLES 1024-5 AND 1024-6 OF THE
GROUND GRANULATED BLAST FURNACE SLAG AT THE SUBSTITUTION RATE SPECIFIED IN
L 037 THE CLASS AA CONCRETE IN THE BRIDGE DECK SHALL CONTAIN FLY ASH OR
H 036 *** 5.2.2 STEEL MEMBERS ***
AT STATION ."
PAINT SHALL BE INCLUDED IN THE BID PRICE FOR "REMOVAL OF EXISTING STRUCTURE
FEDERAL REGULATIONS PERTAINING TO HANDLING OF MATERIALS CONTAINING LEAD BASED
SPECIFICATIONS. ANY COSTS RESULTING FROM COMPLIANCE WITH APPLICABLE STATE OR
LEAD, THE CONTRACTOR'S ATTENTION IS DIRECTED TO ARTICLE 107-1 OF THE STANDARD
L 036 INASMUCH AS THE PAINT SYSTEM ON THE EXISTING STRUCTURAL STEEL CONTAINS
H 035 *** 5.2.2 STEEL MEMBERS ***
THE PLANS.
AND SECTION 442-8 OF THE STANDARD SPECIFICATIONS UNLESS OTHERWISE NOTED ON
ACCORDANCE WITH SYSTEM 1 OR SYSTEM 2 OF THE STRUCTURAL STEEL COATINGS PROGRAM
L 035 ALL STRUCTURAL STEEL SHALL BE AASHTO M270 GRADE 50 AND PAINTED IN
H 034 *** 5.2.2 STEEL MEMBERS ***
NOTED ON THE PLANS.
PROGRAM AND SECTION 442-8 OF THE STANDARD SPECIFICATIONS UNLESS OTHERWISE
ACCORDANCE WITH SYSTEM 5 OR SYSTEM 6 OF THE STRUCTURAL STEEL SHOP COATINGS
L 034 ALL STRUCTURAL STEEL SHALL BE AASHTO M270 GRADE 50W AND PAINTED IN
H 033 *** 5.2.1 GENERAL ***
PLANS OR APPROVED BY THE ENGINEER.
L 033 NEEDLE BEAMS WILL NOT BE ALLOWED UNLESS OTHERWISE CALLED FOR ON THE
H 032 *** 5.2.1 GENERAL ****
OF TEMPORARY ACCESS AT STATION .
PROTECTION. SEE SPECIAL PROVISIONS FOR CONSTRUCTION, MAINTENANCE AND REMOVAL
CLASS II RIP RAP USED IN THE CAUSEWAY MAY BE PLACED AS RIP RAP SLOPE L 032 AT THE CONTRACTOR'S OPTION, AND UPON REMOVAL OF THE CAUSEWAY, THE H 031 *** 5.2.1 GENERAL *** REMOVED AND THE ROADBED SCARIFIED TO A MINIMUM DEPTH OF 2'-0". L 031 THE EXISTING PAVEMENT WITHIN THE AREA OF THE END BENT PILES SHALL BE H 030 *** 5.2.1 GENERAL *** AND CORE MATERIAL IN THE AREA OF END BENTS PILES HAVE BEEN PLACED. L 030 WORK ON END BENTS SHALL NOT BE STARTED UNTIL APPROACH ROCK EMBANKMENT H 029 *** 5.2.1 GENERAL *** ROADWAY PLANS. L 029 FOR ROCK EMBANKMENT AND CORE MATERIAL IN AREAS OF END BENTS, SEE H 028 *** 5.2.1 GENERAL *** L 028 WEARING SURFACE WILL BE PLACED BY THE DIVISION OF HIGHWAYS. H 027 *** 5.2.1 GENERAL *** L 027 ROADWAY WORK WILL BE DONE BY THE DIVISION OF HIGHWAYS. H 026 *** 5.2.1 GENERAL *** PLANS AND SHALL PROVIDE FOR BICYCLES. L 026 ALL PAVEMENT MARKING WILL BE IN ACCORDANCE WITH THE PAVEMENT MARKING H 025 *** 5.2.1 GENERAL *** PROVIDED BY THE DEPARTMENT. PLAN REVISIONS NECESSARY TO ACHIEVE THE REQUIRED MINIMUM CLEARANCE WILL BE THE TOP OF RAIL ELEVATIONS AND REPORT ANY VARIATIONS TO THE ENGINEER. ANY BEST INFORMATION AVAILABLE. PRIOR TO BEGINNING BRIDGE CONSTRUCTION, VERIFY L 025 THE RAILROAD TRACK TOP OF RAIL ELEVATIONS ON THE PLANS ARE FROM THE H 024 *** 5.2.1 GENERAL *** L 024 FOR SECURING OF VESSELS, SEE SPECIAL PROVISIONS. H 023 *** 5.2.1 GENERAL *** ACCORDANCE WITH ARTICLE 420-3 OF THE STANDARD SPECIFICATIONS. L 023 REMOVABLE FORMS MAY BE USED IN LIEU OF METAL STAY-IN-PLACE FORMS IN H 022 *** 5.2.1 GENERAL *** PLACE FORMS IN ACCORDANCE WITH ARTICLE 420-3 OF THE STANDARD SPECIFICATIONS. L 022 PRESTRESSED CONCRETE DECK PANELS MAY BE USED IN LIEU OF METAL STAY-IN- H 021 *** 5.2.1 GENERAL *** SEE SPECIAL PROVISIONS. L 021 FOR MAINTENANCE AND PROTECTION OF TRAFFIC BENEATH PROPOSED STRUCTURE, H 020 *** 5.2.1 GENERAL *** WILL BE PROVIDED BY THE DEPARTMENT. PLAN REVISIONS NECESSARY TO ACHIEVE THE REQUIRED MINIMUM VERTICAL CLEARANCE PAVEMENT AND CHECK THE CLEARANCE. REPORT ANY VARIATIONS TO THE ENGINEER. ANY TO BEGINNING BRIDGE CONSTRUCTION, VERIFY THE ELEVATION(S) ON THE EXISTING OF MINIMUM VERTICAL CLEARANCE ARE FROM THE BEST INFORMATION AVAILABLE. PRIOR L 020 THE ELEVATION(S) AND CLEARANCE(S) SHOWN ON THE PLANS AT THE POINT(S) H 019 *** 5.2.1 GENERAL *** REINFORCING STEEL SHALL BE CONSIDERED INCIDENTAL TO VARIOUS PAY ITEMS. MINIMUM LAP SPLICE OF THIRTY BAR DIAMETERS. PAYMENT FOR THE SAMPLES OF SPLICED WITH REPLACEMENT BARS OF THE SIZE AND LENGTH OF THE SAMPLE, PLUS A SIZE BAR USED. THE BARS FROM WHICH THE SAMPLES ARE TAKEN MUST THEN BE REQUIRING OVER 400 TONS OF REINFORCING STEEL, TWO 30 INCH SAMPLES OF EACH REINFORCING STEEL, ONE 30 INCH SAMPLE OF EACH SIZE BAR USED, AND FOR PROJECTS REINFORCING STEEL AS FOLLOWS: FOR PROJECTS REQUIRING UP TO 400 TONS OF L 019 THE CONTRACTOR SHALL PROVIDE INDEPENDENT ASSURANCE SAMPLES OF H 018 *** 5.2.1 GENERAL *** UNIT SHALL REMAIN IN PLACE UNTIL THE ENTIRE UNIT IS CAST AND CURED. L 018 ALL FALSEWORK AND FORMS FOR THE CAST-IN-PLACE DECK SLAB CONTINUOUS H 017 *** 5.2.1 GENERAL *** L 017 FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS. H 016 *** 5.2.1 GENERAL *** L 016 FOR CRANE SAFETY, SEE SPECIAL PROVISIONS. H 015 *** 5.2.1 GENERAL *** L 015 FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS. H 014 *** 5.2.1 GENERAL *** L 014 FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS. H 013 *** 5.2.1 GENERAL *** L 013 FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN. H 012 *** 5.1.2.6, OTHER *** L 012 WIDENING AND REHABILITATION OF BRIDGE NO. H 011 *** 5.1.2.6, OTHER *** L 011 REHABILITATION OF BRIDGE NO. H 010 *** 5.1.2.6, OTHER *** L 010 WIDENING OF BRIDGE NO. H 009 *** 5.1.2.6, OTHER *** L 009 REPLACES BRIDGE NO. H 008 *** 5.1.2.6, OTHER *** L 008 BRIDGE NO. H 007 *** 5.1.2.5 LOCATION SKETCH *** L 007 NO KNOWN UTILITY CONFLICTS. H 006 *** 5.1.2.5 LOCATION SKETCH *** L 006 FOR UTILITY INFORMATION, SEE UTILITY PLANS AND SPECIAL PROVISIONS. H 005 *** 4.1.2.6 NOTES *** FOR A CORROSIVE SITE. L 005 THIS STRUCTURE CONTAINS THE NECESSARY CORROSION PROTECTION REQUIRED H 004 *** 4.1.2.6 NOTES **** THE USE OF A TEMPORARY CAUSEWAY OR WORK BRIDGE IS NOT PERMITTED. L 004 THIS BRIDGE SHALL BE CONSTRUCTED USING TOP-DOWN CONSTRUCTION METHODS. H 003 *** 4.1.2.6 NOTES *** L 003 THIS BRIDGE IS LOCATED IN SEISMIC ZONE . H 002 *** 4.1.2.6 NOTES, 5.2.1 GENERAL *** BRIDGE DESIGN SPECIFICATIONS. L 002 THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD H 001 *** 4.1.2.6 NOTES *** L 001 ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING. ENGLISH GENERAL DRAWING NOTES REVISED 12-1-2017
95
1
90
83
EACH
1
LUMP SUM
LUMP SUM
LUMP SUM
BRIDGE
APPROACH
SLABS
400
475
875
61.8
61.7
46.7
44.9
215.1
5696
12560
6864
143.0
217.5
360.5
DRILLED PIERS
3'-6" ~
FOR
STEEL CASING
PERMANENT
LIN. FT.
INSPECTIONS
SID
178
174.5
244.3
418.8
REINFORCING
STEEL
LBS.
7979
20459
21940
7693
58071
SQ. FT.
SHORING
TEMPORARY
500
450
950
SPECIFICATIONS.
UNCLASSIFIED STRUCTURE EXCAVATION. SEE SECTION 412 OF THE STANDARD
ENGINEER. THIS WORK WILL BE PAID FOR AT THE CONTRACT LUMP SUM PRICE FOR
DISTANCE OF 50 FT EACH SIDE OF CENTERLINE ROADWAY AS DIRECTED BY THE
THE MATERIAL SHOWN IN THE CROSS-HATCHED AREA SHALL BE EXCAVATED FOR A
IS CONSIDERED INCIDENTAL TO THE COST OF THE REINFORCED CONCRETE DECK SLAB.
STANDARD SPECIFICATIONS. NO PAYMENT WILL BE MADE FOR THIS SUBSTITUTION AS IT
ARTICLE 1024-1 AND IN ACCORDANCE WITH ARTICLES 1024-5 AND 1024-6 OF THE
GROUND GRANULATED BLAST FURNACE SLAG AT THE SUBSTITUTION RATE SPECIFIED IN
THE CLASS AA CONCRETE IN THE BRIDGE DECK SHALL CONTAIN FLY ASH OR
THE PLANS OR APPROVED BY THE ENGINEER.
NEEDLE BEAMS WILL NOT BE ALLOWED UNLESS OTHERWISE CALLED FOR ON
ACCORDANCE WITH ARTICLE 420-3 OF THE STANDARD SPECIFICATIONS.
REMOVABLE FORMS MAY BE USED IN LIEU OF METAL STAY-IN-PLACE FORMS IN
FOR GROUT FOR STRUCTURES, SEE SPECIAL PROVISIONS.
FOR CRANE SAFETY, SEE SPECIAL PROVISIONS.
FOR FALSEWORK AND FORMWORK, SEE SPECIAL PROVISIONS.
FOR SUBMITTAL OF WORKING DRAWINGS, SEE SPECIAL PROVISIONS.
FOR OTHER DESIGN DATA AND GENERAL NOTES, SEE SHEET SN.
THIS BRIDGE IS LOCATED IN SEISMIC ZONE 1.
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.
THIS BRIDGE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIRMENT OF THE
ASSUMED LIVE LOAD = HL-93 OR ALTERNATE LOADING.
SEE SPECIAL PROVISIONS.
FOR ASBESTOS ASSESSMENT FOR BRIDGE DEMOLITION AND RENOVATION ACTIVITIES,
FOR EROSION CONTROL MEASURES, SEE EROSION CONTROL PLANS.
THE LIFE OF THE STRUCTURE.
SCOUR CRITICAL ELEVATIONS ARE USED TO MONITOR POSSIBLE SCOUR PROBLEMS DURING
THE SCOUR CRITICAL ELEVATION FOR BENT(S) NO. 1 & 2 IS ELEVATION 2595.5.
EVALUATING SCOUR AT BRIDGES.''
THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH ``HEC 18-
402-2 OF THE STANDARD SPECIFICATIONS.
DEMOLITION PLANS FOR REVIEW AND REMOVE THE BRIDGE IN ACCORDANCE WITH ARTICLE
PREVENTS DEBRIS FROM FALLING INTO THE WATER. THE CONTRACTOR SHALL SUBMIT
REMOVAL OF THE EXISTING BRIDGE SHALL BE PERFORMED IN A MANNER THAT
ON THE PLANS AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.
INCURRED BASED ON DIFFERENCES BETWEEN THE EXISTING BRIDGE SUBSTRUCTURE SHOWN
AGAINST THE DEPARTMENT OF TRANSPORTATION FOR ANY DELAYS OR ADDITIONAL COST
CONVENIENCE OF THE CONTRACTOR, THE CONTRACTOR SHALL HAVE NO CLAIM WHATSOEVER
THE BEST INFORMATION AVAILABLE. SINCE THIS INFORMATION IS SHOWN FOR THE
THE SUBSTRUCTURE OF THE EXISTING BRIDGE INDICATED ON THE PLANS IS FROM
BE POSTED AND MAY BE REDUCED AS FOUND NECESSARY DURING THE LIFE OF THE PROJECT.
BRIDGE DETERIORATE DURING CONSTRUCTION OF THE PROPOSED BRIDGE, A LOAD LIMIT MAY
PRESENTLY NOT POSTED FOR LOAD LIMIT. SHOULD THE STRUCTURAL INTEGRITY OF THE
DOWNSTREAM FROM PROPOSED STRUCTURE SHALL BE REMOVED. THE EXISTING BRIDGE IS
AND REINFORCED CONCRETE FLOOR ON PRESTRESSED CONCRETE GIRDERS AND LOCATED 25'|
OF 4 SPANS - 1 @ 40'-10", 1 @ 40'-5", 1 @ 40'-0", 1 @ 40'-5"; 44'-0" CLEAR ROADWAY WIDTH
AFTER SERVING AS A TEMPORARY STRUCTURE THE EXISTING STRUCTURE CONSISTING
FOR TEMPORARY SHORING, SEE SPECIAL PROVISIONS.
TEMPORARY SHORING WILL BE REQUIRED IN THE AREA INDICATED ON THE PLAN VIEW.
STEEL SHEET PILING REQUIRED FOR SHORING SHALL BE HOT ROLLED.
LUMP SUM
LUMP SUM
ASSESSMENT
ASBESTOS
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
44:14:40 PMG:\Project\2015\2015103.01\CLIENT\Structures\Bridge over Richland Creek\U5839_SMU_GD2_430186.dgn9/14/2022DO NOT USE FOR CONSTRUCTION
STATION:
COUNTY
PROJECT NO.
INCOMPLETE PLANS
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DATE :
DATE :
DRAWN BY :
CHECKED BY :
DATE :DESIGN ENGINEER OF RECORD:
W. B. ALLEN
Z. H. BROWN
PLANS PREPARED BY:
U-5839
HAYWOOD
31+45.00 -L- POT
4/19
4/19
formerly CALYX Engineers & Consultants
NC License # F-1333
P: 919.851.1912 www.NV5.com
CARY, NC 27518
6750 TRYON ROAD
NV5 ENGINEERS & CONSULTANTS, INC.
112L. K. AUSTIN 8/20
15"15"DI
12" RCP
DRAIN
FRENCH
15" RCP
18" RCP18" RCPCB
CB
S
S
SS
S
36" CMP
24" CMP
24" CMP
1
5
" RCP
36" RCP18" CMP12" CMP8" PVCDRAINFRENCH
15" CMP
DI
15" CMP
CB SS15" RCP
6' WD
BLK WALLBST
RET POND
SIG
3'MTL RAIL
3'MTL RAIL
MTL GUARDRAILMTL GUARDRAIL2S STUCCO BUS
WALL
RET
BLK
CONC RET WALL
CONC
CONC
CAN
TRASH
S
OTCB
S
S
S
S
S
TTHHH2" PLASTIC
1SBK BUS
(DIR. UNK.)
15" CMP
CB
WATER VALVES
TYPE-III
TYPE-III
GREU, TL-2
TL-2
GREU
CR
CR
CR CR
CR
CR
TL-2
GREU
DO NOT USE FOR CONSTRUCTION
INCOMPLETE PLANS
PLANS PREPARED BY:
À GDR.
AT À BRG.
OF GIRDER AT À BRG.
DETAIL ``A''
2•" BUILD-UP
9" UNIFORM SLAB THICKNESS
SUPERSTRUCTURE
TYPICAL SECTION
SHEET 3 OF 5
S2-8
11•" TOP OF SLAB TO TOP
{ -L-
POINT
GRADE
{ -L-
POINT
GRADE
89'-1" (OUT TO OUT)
44'-6•"
(SIDEWALK)
5'-6"1'-3•"75'-6" (CLEAR ROADWAY)
METAL RAIL
THREE BAR
CONST. JT.
GROOVES
2 - 1"3•"
{ GIRDER 1
3'-0"
DIAPH.'' SHEET
SEE ``INTER. STEEL
DIAPH., FOR DETAILS
INTERMEDIATE STEEL
TYPE III (TYP.)
CONC. GIRDER
45" PRESTRESSED
BAY 1
9'-11"
{ GIRDER 2 { GIRDER 3 { GIRDER 4 { GIRDER 5
BAY 2
9'-11"
BAY 3
9'-11"
BAY 4
5'-0"
BAY 5
9'-8"
STAGE I CONSTRUCTION
33'-9"
STAGE II CONSTRUCTION
55'-4"
(SHOWING INTERMEDIATE STEEL DIAPHRAGMS)
TYPICAL HALF SECTIONS
METAL RAIL
THREE BAR
1'-3•"
(SIDEWALK)
5'-6"
CONST. JT.
3•"
GROOVES
2 - 1"1'-1„"11"6'-9•"
89'-1" (OUT TO OUT)
44'-6•"
75'-6" (CLEAR ROADWAY)
{ GIRDER 6 { GIRDER 7 { GIRDER 8 { GIRDER 9 { GIRDER 10
BAY 5
9'-8"
BAY 6
9'-8"
BAY 7
9'-8"
BAY 8
9'-8"
BAY 9
9'-8"3'-0"
STAGE II CONSTRUCTION
55'-4"
DIAPH.'' SHEET
SEE ``INTER. STEEL
DIAPH., FOR DETAILS
INTERMEDIATE STEEL
TYPE III (TYP.)
CONC. GIRDER
45" PRESTRESSED
1'-0"3ƒ" HIGH B.B.
0.02
0.02
(TYP.)
METAL FORMS
STAY-IN-PLACE
1'-1„"11"3ƒ" HIGH B.B.1'-0"
ISLAND
MONOLITHIC
5" CONCRETE
W. B. ALLEN
Z. H. BROWN
5/19
7/19
SEE DETAIL ``A''
SEE DETAIL ``A''
2'-10•"
(SEE NOTE)
1‚" HIGH B.B.
@ 3'-0" CTS.
2•" B.B.U
12-#5B1 @ 9" CTS.10"10"(MIN.)2•" CL.8" CTS.
4-#5B1 @
12-#5B1 @ 8•" CTS.
(BOTTOM OF SLAB)
(TYP. BAY 5 - 9)
8" CTS.
4-#5B1 @
@ 3'-0" CTS.
2•" B.B.U
(TYP.)
METAL FORMS
STAY-IN-PLACE
(SEE NOTE)
1‚" HIGH B.B.
@ 6" CTS.
#5 ``A'' BARS
@ 6" CTS.
#5 ``A'' BARS
2•" CL.(MIN.)(BOTTOM OF SLAB)
(TYP. BAY 1 - 3)
7•"
(SEE ``PLAN OF SPANS'' SHEETS)
42-#5B3 @ 1'-3" CTS. (TOP OF SLAB)
6•"
11‚"11‚"
DRAIN
PLASTIC
4" ~ PVC
DRAIN
PLASTIC
4" ~ PVC
27-#4B3 OR #4B6 @ 1'-3" CTS. (TOP OF SLAB) (SEE ``PLAN OF SPANS'' SHEETS)
42-#4B3 OR #4B6 @ 1'-3" CTS. (TOP OF SLAB) (SEE ``PLAN OF SPANS'' SHEETS)
formerly CALYX Engineers & Consultants
NC License # F-1333
P: 919.851.1912 www.NV5.com
CARY, NC 27518
6750 TRYON ROAD
NV5 ENGINEERS & CONSULTANTS, INC.
CONDUITS
9-4"~ PVC
POUR
CLOSURE
3'-0"
NO.NO.BY:BY:DATE:DATE:
REVISIONS SHEET NO.
TOTAL
SHEETS
STATE OF NORTH CAROLINA
RALEIGH
DEPARTMENT OF TRANSPORTATION
1
2
3
44:22:41 PMG:\Project\2015\2015103.01\CLIENT\Structures\Bridge over Richland Creek\U5839_SMU_TS3_430186.dgn9/14/2022STATION:
COUNTY
PROJECT NO.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DATE :
DATE :
DRAWN BY :
CHECKED BY :
DATE :DESIGN ENGINEER OF RECORD:
U-5839
HAYWOOD
31+45.00 -L- POT
112L. K. AUSTIN 8/20